Relevant bibliographies by topics / Concrete cone capacity

Academic literature on the topic 'Concrete cone capacity'

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Published: 11 May 2023

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Journal articles on the topic "Concrete cone capacity"

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Ninčević, Krešimir, Ioannis Boumakis, Marco Marcon, and Roman Wan-Wendner. "Aggregate effect on concrete cone capacity." Engineering Structures 191 (July 2019): 358–69. http://dx.doi.org/10.1016/j.engstruct.2019.04.028.

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Karmokar, Trijon, Alireza Mohyeddin, and Jessey Lee. "Predictive models for concrete cone capacity of cast-in headed anchors in geopolymer concrete." Engineering Structures 285 (June 2023): 116025. http://dx.doi.org/10.1016/j.engstruct.2023.116025.

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Xu, Xiaoqing, Shanwen Zeng, Wei He, Zhujian Hou, Dongyang He, and Tao Yang. "Numerical Study on the Tensile Performance of Headed Stud Shear Connectors with Head-Sectional Damage." Materials 15, no. 8 (April 11, 2022): 2802. http://dx.doi.org/10.3390/ma15082802.

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An extensive numerical study was carried out due to the concern that head-sectional damage caused by corrosion poses a threat to the tensile performance of headed stud connectors. Three-dimensional finite element models of pull-out tests were established, with both material and geometric nonlinearities being considered. In particular, the concrete weak region due to bleeding was simulated. The simulation method was verified by the results of pull-out tests on two connectors with different damage degrees. Tensile performance of headed stud shear connectors of various shaft diameters (ds = 10 to 25 mm) with various damage degrees (up to 50%) was simulated. It was observed that the connector with a high damage degree exhibited low capacity and a failure closer to pull-out failure than concrete cone breakout failure. Based on the numerical results, reduction factors for quantitatively assessing the influence of head-sectional damage degree on the loading capacity and stiffness of connectors were proposed. With reference to the Concrete Capacity method, the reduction in tensile capacity of connectors with head-sectional damage was found to be caused by the decrease in the projected area of the concrete cone due to the reduction in head diameter, concrete cone angle, and embedment depth. Meanwhile, numerical results showed that the stiffness of a connector at a high embedment depth or in high strength concrete was more sensitive to head-sectional damage. It was also found that the elastic modulus of the weak region significantly affected the stiffness of connectors, while the influence of its thickness on the capacity and stiffness was insignificant.
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Robson, Miora Nirina, Omar Al-Mansouri, Nicolas Pinoteau, Marco Abate, Kenton McBride, Roberto Piccinin, Sébastien Rémond, and Dashnor Hoxha. "Experimental Investigation of the Concrete Cone Failure of Bonded Anchors at Room and High Temperature." Applied Sciences 12, no. 9 (May 9, 2022): 4760. http://dx.doi.org/10.3390/app12094760.

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Under fire conditions, bonded anchors often exhibit pull-out failure due to the thermal sensitivity of polymer-based adhesives. However, progress in manufacturing has allowed the development of more thermoresistant mortars, enhancing the probability of observing concrete-related failure modes at high temperature. For concrete cone failure, Annex D (Informative) to the European Standard EN 1992-4 provides a method to determine the characteristic fire resistance. This method is based on ISO 834-1 fire ratings and on limited experimental data without inclusion of bonded anchors. To remedy these shortcomings, the present contribution aims to provide the first experimental analyses on the concrete cone failure of bonded anchors loaded in tension and exposed to ISO 834-1 fire conditions, as well as heating with a relatively slower rate. The recorded ultimate loads show that the loss of capacity depends on the embedment depth, failure mode and heating scenario. Regarding exposure to ISO 834-1 fire, the 125 mm anchors lost 50% to 60% of their capacity at ambient temperature after 30 min to 75 min of fire exposure. The results highlight that the existing method gives a conservative prediction of the concrete cone capacity at high temperature. However, its accuracy can be improved. Moreover, the obtained crack patterns by the concrete cone breakout failure mode show that the rise in temperature did not significantly affect the geometry of the failure with slow-rate heating. In contrast, the ISO 834-1 fire conditions increased the radius of the failure cone at the exposed surface to up to 5.5 times the embedment depth. However, in any case, the initial slope of the failure surface was not significantly different from its value at ambient temperature.
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Bokor, Boglárka, Máté Tóth, and Akanshu Sharma. "Fasteners in Steel Fiber Reinforced Concrete Subjected to Increased Loading Rates." Fibers 6, no. 4 (December 6, 2018): 93. http://dx.doi.org/10.3390/fib6040093.

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Increased loading rates on fasteners may be caused by high ground accelerations as a consequence of e.g., nuclear explosions, earthquakes or car collisions. It was concluded by Hoehler et al. (2006) that fasteners under rapid loading rates show an increased ultimate resistance in the concrete dominant failure modes or the ultimate resistance is at least as large as under quasi-static loading. Due to the increased demand on using fasteners in steel fiber reinforced concrete (SFRC), it is intended to show how the ultimate concrete cone capacity of fasteners changes under higher than quasi-static loading rate in normal plain concrete (PC) and in SFRC. This paper presents the results of an extensive experimental program carried out on single fasteners loaded in tension in normal plain concrete and in SFRC. The test series were conducted using a servo-hydraulic loading cylinder. The tests were performed in displacement control with a programmed ramp speed of 1, 100, 1000, and 3500 mm/min. This corresponded to calculated initial loading rates ranging between 0.4 and 1600 kN/s. The results of the tension tests clearly show that the rate-dependent behavior of fasteners in SFRC with 30 and 50 kg/m3 hooked-end-type fibers fits well to the previously reported rate-dependent concrete cone behavior in normal plain concrete. Additionally, a positive influence of the fibers on the concrete cone capacity is clearly visible.
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Nilforoush, Rasoul. "A Refined Model for Predicting Concrete-Related Failure Load of Tension Loaded Cast-in-Place Headed Anchors in Uncracked Concrete." Nordic Concrete Research 60, no. 1 (June 1, 2019): 105–29. http://dx.doi.org/10.2478/ncr-2019-0091.

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Abstract Current theoretical models for predicting the concrete cone breakout capacity of tension loaded headed anchors do not consider the influence of member thickness, size of anchor head, and orthogonal surface reinforcement. In the present study, the influence of the aforementioned parameters was studied both numerically and experimentally. Both the numerical and experimental results showed that the tensile resistance of headed anchors increases by increasing the member thickness or if orthogonal surface reinforcement is present. In addition, the anchorage capacity further increases with increase of the anchor head size. The current model for predicting the concrete cone failure load of tension loaded headed anchors were refined and extended by incorporating three modification factors to account for the influence of the member thickness, size of anchor head, and orthogonal surface reinforcement. The accuracy of the proposed model was verified based on the results of 124 tests on single headed anchors from literature.
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Xie, Qun, Qin Zhu Sheng, and Hao Xue Ju. "Multiple Anchor Behavior of Steel-to-Concrete Connections under Reversed Cyclic Loading." Advanced Materials Research 255-260 (May 2011): 669–73. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.669.

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Four steel-to-concrete connections with adhesive anchor groups under reversed cyclic loading have been tested. The results showed that anchor steel could reach yield strength before connection failure, generating small shell-shaped concrete cone in the surface of block and the ultimate capacity was governed by strength of anchor. Seismic characteristics of hysteresis curve, rigidity regression, ductility and energy-dissipation were used to draw conclusions that the connections would behave in a ductile manner without significant loss of loading capacity after peak value and visible deformation could develop until failure occurred. Increased embedment depth and added amount of anchors were helpful to improve seismic performance of connections. Only the outer row of most stressed anchors in the tension zone were needed to meet the elliptical interaction of tension and shear capacity requirement during the design process of anchor groups under combined shear and moment loading. In seismic design of steel-to-concrete connections, the predicted capacity by a reduction factor of 0.8 was advised and the comparison of calculated versus observed capacity presented limited variance.
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Li, Shanshan, Yukun Zhang, and Dayong Li. "Capacity of Cone-Shaped Hollow Flexible Reinforced Concrete Foundation (CHFRF) in Sand under Horizontal Loading." Advances in Materials Science and Engineering 2020 (October 7, 2020): 1–14. http://dx.doi.org/10.1155/2020/6346590.

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The cone-shaped hollow flexible reinforced concrete foundation (CHFRF) is an innovative type of mountain wind turbine foundation, which outperforms the regular mountain wind turbine foundation in reducing the steel and concrete and protecting the surrounding vegetation for the cavity absorbs soil obtained from excavating the foundation pit. Moreover, the rubber layer installed between the wall of CHFRF and the surrounding ground increases foundation flexibility and releases the larger overturning moment induced by wind. The rubber layer is made of alternately laminated rubber and steel. The objectives of this research are to study the lateral bearing behaviors of the CHFRF under monotonic and cyclic lateral loading in sand by model tests and FEM simulations. The results reveal that the CHFRF rotates during loading; and, in the ultimate state, the rotation center is located at a depth of approximately 0.6–0.65 times the foundation height and is 0.15–0.18 times the diameter of the foundation away from its centerline as well. The lateral bearing capacity of the CHFRF improves with the increase of embedded depth and vertical load applied to the foundation. Moreover, compared to the CHFRF without the rubber layer, the rubber layer can reduce the earth pressure along the wall of CHFRF by 22% and decrease the deformed range of the soil surrounding the foundation, revealing that it can reduce the loads transferred to the surrounding soil for extending the service life of the foundation. However, the thickness and stiffness of the rubber layer are important factors influencing the lateral bearing capacity and the energy dissipation of the foundation. Moreover, it should be noted that the energy dissipation mainly comes from the steel of the rubber layer rather than rubber.
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Podhorecki, Adam, Oleksandr Hnatiuk, Mykola Lapchuk, and Oleksandr Mazepa. "Investigation of Bearing Capacity of the Drill-Impact Micropiles with Enlarged Toe in the Soils of Different Type." IOP Conference Series: Materials Science and Engineering 1203, no. 3 (November 1, 2021): 032054. http://dx.doi.org/10.1088/1757-899x/1203/3/032054.

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Abstract The reinforced concrete micropiles with enlarged toe is the effective construction for the arranging of new and reinforcing of existing foundations which a drill-impact method are made as a circular bar with a diameter to 250 mm from the flow consistency concrete with prefabricated reinforcement cage and enlarged to two diameters toe cone-shaped form. For research of them real work by the authors of the article and engineers of PP BKF “Osnova” were conducted them field tests on the objects of building in the different soil conditions and the analysis of them calculation and experimental bearing capacity is given. The analysis of quantitative correlation of experimental and theoretical bearing capacity for the different types of soils is the task of researches.
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Wen, Yang. "The Study on Force Behavior of Concrete Filled Steel Tube Lattice Wind Turbine Tower with Three Limb Columns." Applied Mechanics and Materials 178-181 (May 2012): 179–83. http://dx.doi.org/10.4028/www.scientific.net/amm.178-181.179.

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This paper refers to currently the 1.5MW cone tube type wind-driven generator tower, design the model of the concrete-filled steel tube wind turbine tower with three limb columns, and research on the force performance, such as the change of internal force, the process of failure, hysteretic behavior, bearing capacity, ductility and energy dissipation capacity by the pseudo-static experiment on the scale model of wind turbine tower. The study shows that the P- hysteretic curve of lattice concrete-filled steel tube wind-driven generator tower with three limb columns is asymmetric, relatively full “spindle” and the phenomenon of “knead shrink” is not obvious, which account for it has good force behavior and energy dissipation capacity. This kind of tower structure, of which the reverse bearing capacity is greater than the positive, and the reverse ductility coefficient is less than the positive, indicates that it’s reverse plastic deformation ability of the tower structure is weaker than it’s positive.
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Dissertations / Theses on the topic "Concrete cone capacity"

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Nilforoush, Rasoul. "Anchorage in Concrete Structures : Numerical and Experimental Evaluations of Load-Carrying Capacity of Cast-in-Place Headed Anchors and Post-Installed Adhesive Anchors." Doctoral thesis, Luleå tekniska universitet, Institutionen för samhällsbyggnad och naturresurser, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-66333.

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Various anchorage systems including both cast-in-place and post-installed anchors have been developed for fastening both non-structural and structural components to concrete structures. The need for increased flexibility in the design of new structures and strengthening of existing concrete structures has led to increased use of various metallic anchors in practice. Although millions of fasteners are used each year in the construction industry around the world, knowledge of the fastening technology remains poor. In a sustainable society, buildings and structures must, from time to time, be adjusted to meet new demands. Loads on structures must, in general, be increased to comply with new demands, and the structural components and the structural connections must also be upgraded. From the structural connection point of view, the adequacy of the current fastenings for the intended increased load must be determined, and inadequate fastenings must either be replaced or upgraded. The current design models are generally believed to be conservative, although the extent of this behavior is not very clear. To address these issues, the current models must be refined to allow the design of new fastenings and also the assessment of current anchorage systems in practice. The research presented in this thesis consists of numerical and experimental studies of the load-carrying capacity of anchors in concrete structures. Two different types of anchors were studied: (I) cast-in-place headed anchors, and (II) post-installed adhesive anchors. This research focused particularly on the tensile load-carrying capacity of cast-in-place headed anchors and also on the sustained tension loading performance of post-installed adhesive anchors. The overall objective of this research was to provide knowledge for the development of improved methods of designing new fastening systems and assessing the current anchorage systems in practice. For the cast-in-place headed anchors (I), the influence of various parameters including the size of anchor head, thickness of concrete member, amount of orthogonal surface reinforcement, presence of concrete cracks, concrete compressive strength, and addition of steel fibers to concrete were studied. Among these parameters, the influence of the anchor head size, member thickness, surface reinforcement, and cracked concrete was initially evaluated via numerical analysis of headed anchors at various embedment depths. Although these parameters have considerable influence on the anchorage capacity and performance, this influence is not explicitly considered by the current design models. The numerical results showed that the tensile breakout capacity of headed anchors increases with increasing member thickness and/or increasing size of the anchor head or the use of orthogonal surface reinforcement. However, their capacity decreased considerably in cracked concrete. Based on the numerical results, the current theoretical model for the tensile breakout capacity of headed anchors was extended by incorporating several modification factors that take the influence of the investigated parameters into account. In addition, a supplementary experimental study was performed to verify the numerically obtained findings and the proposed refined model. The experimental results corresponded closely to the numerical results, both in terms of failure load and failure pattern, thereby confirming the validity of the proposed model. The validity of the model was further confirmed through experimental results reported in the literature. Additional experiments were performed to determine the influence of the concrete compressive strength and the addition of steel fiber to concrete on the anchorage capacity and performance. These experiments showed that the anchorage capacity and stiffness increase considerably with increasing concrete compressive strength, but the ductility of the anchor decreases. However, the anchorage capacity and ductility increased significantly with the addition of steel fibers to the concrete mixture. The test results also revealed that the tensile breakout capacity of headed anchors in steel fiber-reinforced concrete is significantly underestimated by the current design model. The long-term performance and creep behavior of the post-installed headed anchors (II) was evaluated from the results of long-time tests on adhesive anchors under sustained loads. In this experimental study, adhesive anchors of various sizes were subjected to various sustained load levels for up to 28 years. The anchors were also exposed to several in-service conditions including indoor temperature, variations in the outdoor temperature and humidity, wetness (i.e., water on the surface of concrete), and the presence of salt (setting accelerant) additives in the concrete. Among the tested in-service conditions, variations in the outdoor temperature and humidity had the most adverse effect on the long-term sustained loading performance of the anchors. Based on the test results, recommendations were proposed for maximum sustained load levels under various conditions. The anchors tested under indoor conditions could carry sustained loads of up to 47% of their mean ultimate short-term capacities. However, compared with these anchors, the anchors tested under outdoor conditions exhibited larger creep deformation and failure occurred at sustained loads higher than 23% of their mean ultimate short-term capacities. Salt additives in concrete and wet conditions had negligible influence on the long-term performance of the anchors, although the wet condition resulted in progressive corrosion of the steel. Based on the experimental results, the suitability of the current testing and approval provisions for qualifying adhesive anchors subjected to long-term sustained tensile loads was evaluated. The evaluations revealed that the current approval provisions are not necessarily reliable for qualifying adhesive anchors for long-term sustained loading applications. Recommendations were given for modifying the current provisions to ensure safe long-term performance of adhesive anchors under sustained loads.
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Sandahl, William, and Jesper Bragsjö. "Utdragskapacitet Sidokoppling Håldäck." Thesis, Högskolan i Halmstad, Akademin för ekonomi, teknik och naturvetenskap, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:hh:diva-34506.

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To achieve structural integrity in precast concrete systems, connections between elements must be capable to transfer both vertical and horizontal loads which puts high demands on single ties. Hollow-core slabs are often used to stabilize the structural system which puts high demands on the connections between the slab and the buildings stabilizing units. Because of this, the connections need to withstand high tensile and shear forces. The purpose of this report is to investigate the tensile capacity of tie-connections used between hollow-core slabs that are parallel with e.g. stabilizing walls and compare with current design methods. Current design methods suggest that tensile failure will occur in the roof and bottom of the cores which provides low design capacities. Two connections are investigated through full scale pull-out tests where the results are compared with the design methods. The results from testing the tensile capacity show that the failure module occurred as suggested. However, the tests show significantly higher capacity than proposed by the design methods. Eurocodes Design assisted by testing are applied to the test result and a new design method is proposed. Both provides design values that are approximately twice as large as the values suggested in previous design methods.
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Rozbroj, Lukáš. "Diagnostika železobetonového mostu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227490.

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This thesis contains diagnostics of a reinforced concrete girder bridge in the municipality of Újezd u Brna. The aim is to conduct an inspection of the bridge, gather quality photo-documentation of defects and failures and design and conduct a diagnostic examination of such extent that would be necessary for judging the load bearing capacity of the bridge. The result of this thesis is the determined load bearing capacity and a proposal of measures required to keep the bridge functional.
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Yang, Keun-Hyeok, Ashraf F. Ashour, and J.-K. Song. "Shear capacity of reinforced concrete beams using neural network." 2007. http://hdl.handle.net/10454/959.

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Optimum multi-layered feed-forward neural network (NN) models using a resilient back-propagation algorithm and early stopping technique are built to predict the shear capacity of reinforced concrete deep and slender beams. The input layer neurons represent geometrical and material properties of reinforced concrete beams and the output layer produces the beam shear capacity. Training, validation and testing of the developed neural network have been achieved using 50%, 25%, and 25%, respectively, of a comprehensive database compiled from 631 deep and 549 slender beam specimens. The predictions obtained from the developed neural network models are in much better agreement with test results than those determined from shear provisions of different codes, such as KBCS, ACI 318-05, and EC2. The mean and standard deviation of the ratio between predicted using the neural network models and measured shear capacities are 1.02 and 0.18, respectively, for deep beams, and 1.04 and 0.17, respectively, for slender beams. In addition, the influence of different parameters on the shear capacity of reinforced concrete beams predicted by the developed neural network shows consistent agreement with those experimentally observed.
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(13146967), Grace Kurniawati Santoso. "Evaluation of capacity reduction factors for the design of reinforced concrete structural elements case study: Indonesia." Thesis, 2002. https://figshare.com/articles/thesis/Evaluation_of_capacity_reduction_factors_for_the_design_of_reinforced_concrete_structural_elements_case_study_Indonesia/20366616.

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Although there has been many changes in the development of the safety provisions for the Indonesian codes of practice since 1971, most of the changes have either been compromised or combined with the corresponding codes of the developed countries. For example, the current Indonesian concrete code (SKSNI) has adopted many factors from the American Concrete Institute (ACI 318) code, the British Standard (BSI,1985) code, the Architectural Institute of Japan (AIJ,1994) code and the Dutch code (GBV, 1985). 

Comments amongst the practicing engineers as the end user on the existing code often refer to the inconsistencies of the code provisions and the field practices in Indonesia. As Indonesia is a country with an unbalanced distribution of skills and knowledge between the main island Java and other islands, providing an unified national standard without referring to the regional practices adversely affects the safety levels. This thesis attempts to demonstrate the inconsistencies in the provisions of the current Indonesian concrete code (SKSNI T-15, 1991) and the field practices in the main island Java. An extensive probability analysis has been carried out based on the statistical field data collected from several projects and material testing institutions for the demonstration of the aims of the thesis. From the probabilistic analyses of the statistical data, load and resistance factors for some important structural actions (viz, flexure, compression, flexural shear and punching shear) have been evaluated and compared with the provisions of the SKSNI, ACI 318 and AS 3600-1988. Gravity load (dead and live loads) and lateral load (dead, live and earthquake loads) combinations have been considered in the evaluation of the load and resistance factors for the selected structural actions. The thesis proposes the evaluated load and resistance factors as rational provisions reflecting the field practices of the Java island and recommendations that similar studies be carried out to reflect the regional practices in the safety provisions of the Indonesian concrete code.

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Lam, Dennis, and F. Fu. "¿Behaviour of semi-rigid composite beam ¿ column connections with steel beams and precast hollow core slabs." 2006. http://hdl.handle.net/10454/5777.

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This paper is concerned with the behaviour of beam ¿ column connections of steel ¿ concrete composite beams with precast hollow core slabs. Experiments were carried out to investigate the joint rotation characteristics and ultimate moment capacity of these connections. Details of the test specimens, instrumentation, test set-up and test procedures are described. Results obtained for the connection moment capacity, rotation capacity and failure modes are presented. It is found that through proper design and detailing, these simple steel connections display the characteristics of a semi-rigid connection with very little extra cost.
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Books on the topic "Concrete cone capacity"

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Sparrow, Joshua. Communities raising children together: Collaborative consultation with a place-based initiative in Harlem. Oxford University Press, 2018. http://dx.doi.org/10.1093/oso/9780198747109.003.0014.

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The Harlem Children’s Zone® (HCZ) and the Brazelton Touchpoints Center engaged in ‘collaborative consultation’ to co-create early childhood and parent support programming. This collaboration is the story of a community coming together to reclaim and reconstruct environments for raising children and to connect adult caregivers to support each other in that process. A relational, developmental, strengths-based, and culturally grounded approach was employed to build mutual respect, trust, and understanding over time in authentic relationships required for shared learning, and for programme development and improvement. The inherent and culturally rooted strengths and resources of parents, and other family and community members mutually reinforced each other as contexts and conditions were created in which these caregivers could come together to activate their community’s collective problem-solving capacity, to share their dreams for their children, and to provide emotional support and concrete resources for each other.
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Limón Domínguez, Dolores, and Rocío Valderrama Hernández. Redes Universitarias generadoras de inclusión: hacia la educación y la cultura de la sostenibilidad en la Universidad. 2021st ed. Editorial Universidad de Sevilla, 2021. http://dx.doi.org/10.12795/9788447223510.

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El propósito del presente trabajo es construir en un contexto europeo y latinoamericano un marco de discusión, que concreten las competencias básicas a desarrollar para consolidar a través de las diferentes universidades una ciudadanía activa y solidaria. La Unión Europea a través de diferentes y ambiciosos proyectos y acciones pretende impulsar una ciudadanía activa que se comprometa y asuma responsabilidades a nivel individual e institucional. El presente libro recoge los resultados de SOLIDARIS, Universidades inclusivas: Competencias clave de la comunidad universitaria para el desarrollo de una ciudadani?a activa. Es un proyecto europeo KA2 - Cooperation for innovation and the exchange of good practices - Capacity Building in the field of Higher Education. La trayectoria del proyecto ha derivado en acciones educativas y transformaciones que van más allá de los objetivos planteados inicialmente. El compromiso del consorcio, la calidad y excelencia del equipo humano formado por unas 11 instituciones internacionales con larga trayectoria y experiencia en materia de inclusión social ha pretendido promover una sociedad inclusiva, participativa y sostenible de cara al desarrollo de un futuro común mediante la transferencia de conocimiento a través de la mejora en competencias trasversales.
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Piñero Virué, Rocío. El papel del pedagogo en el siglo XXI. Octaedro, 2021. http://dx.doi.org/10.36006/16205.

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El amplio ámbito de la Pedagogía, como ciencia social que se alimenta de otras muchas ciencias, permite abarcar múltiples contextos. Este libro acerca al alumnado del Grado en Pedagogía, diversas realidades enfocadas desde la propia teoría hasta el desarrollo de su labor profesional. La Pedagogía está inmersa en diferentes conocimientos, y como labor del pedagogo, es necesario investigar e innovar para mejorar la sociedad. Los cambios constantes que se vienen produciendo en nuestro entorno propician que este orientador, asesor o mediador, desarrolle su rol ajustándose a las características concretas de cada situación y momento, de ahí que propongamos un título propiciando visualizar el papel del pedagogo en el siglo XXI como figura que ha de adquirir un adecuado conocimiento teórico-práctico para trasladarlo a cada cambiante e inmediata realidad laboral. Este libro se estructura bajo la visión de ofrecer a este alumnado que recibe en el aula universitaria una proporcionada formación inicial en Pedagogía, la perspectiva de poder valorar diversos enfoques profesionales, dentro y fuera del medio educativo. Ha sido el fruto del esfuerzo de un equipo concienciado con los nuevos cambios que progresivamente vienen surgiendo en la sociedad, y la necesidad de capacitar al pedagogo en sus nuevos roles; y así mismo, contribuyendo implícitamente en una mejora de la calidad de enseñanza universitaria, donde se les proporciona a los estudiantes una visión real de la Pedagogía.
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Book chapters on the topic "Concrete cone capacity"

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Melhem, M. M., C. Caprani, and M. G. Stewart. "Model Error for Australian Code Shear Capacity of Concrete Structures." In Lecture Notes in Civil Engineering, 327–36. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-7603-0_33.

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Giarlelis, Christos, Evlalia Lamprinou, and Constantinos Repapis. "Seismic Rehabilitation of a School Building in Cephalonia, Greece." In Case Studies on Conservation and Seismic Strengthening/Retrofitting of Existing Structures, 1–20. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/cs002.001.

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<p>The 2014 earthquake sequence in Cephalonia, Greece, resulted in a number of structural failures. In Argostoli, the capital of the island, a school building suffered light damage; however, the structural assessment following the analysis procedures of the recently published Greek Code for Structural Interventions, showed that seismic strengthening is required. The structure was built on the aftermath of the catastrophic 1953 Ionian earthquake sequence based on older code requirements, which are much outdated, as indicated from the results of both modal response spectrum analyses and non-linear static analyses. The retrofit aims to increase the very low structural capacity of the building and as a means for that the use of concrete jackets is selected. Based on the results of the assessment, it was decided that concrete jackets should be applied to all columns, while large structural walls running along the transversal direction were strengthened with single-sided reinforced concrete jacketing. The interventions are limited by architectural demands and cost considerations. However, analyses of the strengthened structure show that the interventions improve its seismic behaviour adequately. The detailing of interventions is thoroughly presented. What makes this case study interesting is the unusual structural system of the building, which is an ingenious combination of frame elements and lightly reinforced concrete walls and its behaviour to one of the strongest recent Greek earthquakes. The rehabilitation study had to model correctly the structure and propose interventions that were in agreement with the architectural demands and the cost consideration.</p>
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Trentin, Bruno. "La libertà viene prima. La libertà come posta in gioco nel conflitto sociale." In Studi e saggi, 49–145. Florence: Firenze University Press, 2021. http://dx.doi.org/10.36253/978-88-5518-282-9.02.

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"What is left of socialism ?" This question, too, must be answered in a "project left." Certainly, socialism is no longer an accomplished or well-known model of society to tend tothrough daily political action. It can only be conceived as an uninterrupted search for the liberation of the person and his capacity for self-realization. It should be possible introducing elements of socialism into concrete society such as: equal opportunities, community welfare, control over the organization of work, the diffusion of knowledge as an instrument of freedom. This would overcome, from time to time, the contradictions and failures of capitalism and the market economy, making the person, and not only the classes, the keystone of civil coexistence. (From the cover of the first edition).
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Rüd, Sophie, Hilmar Müller, Helmut Fleischer, and Christoph Stephan. "Development of a Verification Procedure of Partial Loading on Existing Solid Hydraulic Structures - Probabilistic Assessment for 3D Material Variations." In Lecture Notes in Civil Engineering, 372–83. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-6138-0_33.

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AbstractOne of the challenges in assessing the load-bearing capacity of existing solid hydraulic structures is the formal verification of concentrated loads for plain concrete. Due to the age bandwidth of such structures in Germany, this applies to hundreds of cases and especially to older structures of rammed concrete. Typical examples of components subjected to partial loads are found at weir pillars: e.g. support niches of inspection closures. Although they cannot be formally verified using the current regulations, the BAW Code of Practice “Evaluation of the load bearing capacity of existing solid hydraulic structures” (TbW) allows more detailed investigation methods to be applied, e.g. the use of non-linear probabilistic calculations. The principle research motivations are a higher loading capacity by numerical simulations with a more realistic material model compared to the usual linear calculations and a higher loading capacity by reproducing a “natural” bandwidth of material characteristics in these simulations. The aim of the current research project is the development and standardisation of the numerical simulations for such a verification procedure and its underlying safety concept by a classification of structural markers. As a result, the necessity of complex reinforcements for such structures could be assessed. The paper introduces the research concept and addresses the investigation steps regarding measured and generic 3D material distributions and FEM representation specifics as the material model. Furthermore, the preparation of the stochastic analysis is introduced by a demonstration model: The resulting hundreds to thousands of simulations of individual cases enable the stochastic analysis of metamodels to deduce general probabilistic results. Prospectively, the demonstration model will be transferred to further component measures and compressive strength classes.
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Deng, Jie. "Research on Bearing Mechanism of Strut-and-Tie Model for Punching Failure of Independent Foundation Under Column." In Advances in Transdisciplinary Engineering. IOS Press, 2021. http://dx.doi.org/10.3233/atde210147.

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Through three-dimensional nonlinear finite element analysis, the punching failure’s bearing mechanism of the independent foundation under column whose slab is the size of 0.8m×0.8m×0.3m is obtained. The transfer mechanism of the foundation is spatial strut-and-tie model, where the reinforcements located in the link ranges between each adjacent corner of the slab are represented by ties, and the concrete distributed in the link ranges from the column bottom to four corners of the slab bottom are represented by struts. The indication of punching failure is that the concrete at the two ends of the struts reaches the shear-compression failure strength, and the punching cone is punched out relative to the slab, which has distinct punching failure features. A new spatial strut-and-tie model composed of four ties and four struts is proposed on the basis of clear bearing mechanism, which provides a new idea for the calculation of the punching bearing capacity of the independent foundation under column.
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Krishan, Anatoly. "Bearing Capacity of Concrete Filled Steel Tube Columns." In Sustainable Concrete [Working Title]. IntechOpen, 2021. http://dx.doi.org/10.5772/intechopen.99650.

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Concrete filled steel tubes columns of circular cross section (CFST) have significant constructive, technological, economic advantages. Therefore, CFST are increasingly used in construction practice. Due to the complex nature of CFST load resistance, regulations of the Europe, Australia, Brazil, India, Canada, China, the USA, Japan, and of a number of other countries recommend using empirical formulas for calculating their bearing capacity. Despite the large number of the experiments, serving as a basis for these formulas, they do not always allow to obtain valid results. Besides, these methods, as a rule, do not allow the calculations of compressed CFST elements, which have any differences from a “classical” design, for example, the presence of a high-strength rod and (or) spiral reinforcement, various types of concrete, the effect of preliminary lateral compression of a concrete core, etc. The purpose of this monograph is to propose the method of deformation calculation of the bearing capacity of compressed CFST elements under short-term load action based on the phenomenological approach and the theoretical positions of reinforced concrete mechanics.
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Kumar, Prabhakar, Shiva Shankar Choudhary, and Shiv Shankar Kumar. "Assessment of Lateral Load Capacity of Single Pile at Bettiah Site: A Parametric Study." In New Frontiers in Communication and Intelligent Systems, 773–84. 2023rd ed. Soft Computing Research Society, 2023. http://dx.doi.org/10.52458/978-81-95502-00-4-76.

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Pile foundations are a widely used and accepted approach to transferring superstructure load to a deeper and stronger stratum. This work has been focused on the assessment of the effects of different parameters associated with piles, such as pile diameter, pile length, grade of concrete, and pile head condition (i.e., free or fixed) on the lateral load capacity. To evaluate the lateral load capacity considering the aforementioned parameters, ‘IS Code’ and ‘Matlock and Reese’ methodologies have been utilized. Soil exploration data has been collected from ten different boreholes near the railway bridge at Bettiah site, Bihar. The results of lateral pile load at different boreholes show that the lateral load capacity of the pile significantly increases with the increase of pile diameters and grades of concrete. The lateral load capacity of the pile was increased approximately by 13%, from both the IS Code and the Matlock and Reese methods, when the grade of concrete was increased from M25 to M40. It was also found that the condition of the pile head also plays a major role in lateral load capacity. The lateral load capacity of the pile, obtained from the IS code method under fixed head conditions, was found to be higher as compared to the free head condition. It has also been observed that the lower values of safe bearing capacity for fixed heads and lower values for the free head condition were obtained by the IS Code as compared to the Matlock and Reese method.
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"Optimum Design of Carbon Fiber-Reinforced Polymer for Increasing Shear Capacity of Beams." In Metaheuristic Approaches for Optimum Design of Reinforced Concrete Structures, 183–94. IGI Global, 2020. http://dx.doi.org/10.4018/978-1-7998-2664-4.ch008.

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For reinforced concrete (RC) structures, retrofit of structures are needed to be done for several situations. These situations include the renovation of structure by adding new components (floors or extension) and elimination of safety risks (resulting from unforeseen effects - forces and durability). Most retrofit methods for RC structures need destruction of existing members and hard work on increasing of existing section dimension and reinforcements. Whereas, using carbon fiber reinforced polymer (CFRP) strips is an easy option to increase the flexural moment or shear capacity of RC members without destruction. In that case, the use of the structure is provided during the application. In this chapter, the optimum design of CFRP strips is presented for increasing the insufficient shear capacity of RC beams. The design constraints are provided according to ACI-318: Building code requirements for structural concrete and ACI-440: Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structure.
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Maazoun, Azer. "New Technique to Protect RC Slabs Against Explosions Using CFRP as Externally Bonded Reinforcement." In Critical Energy Infrastructure Protection. IOS Press, 2022. http://dx.doi.org/10.3233/nicsp220010.

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One of today’s state-of-the-art techniques for strengthening of reinforced concrete structural elements is the use of Carbon Fiber Reinforced Polymer (CFRP) composite strips as Externally Bonded Reinforcement (EBR). This is justified for quasi-static loads by the high strength, light weight, and excellent durability characteristics of CFRP EBR in combination with their ease of application. This paper deals with the performance of the technique for blast loads. This paper investigates the usefulness of CFRP EBR to improve the flexural resistance capacity of reinforced concrete hollow core slabs (RCHCS) under blast loads. In order to achieve this objective, three simply supported RCHCS with a compression layer were subjected to an explosion test. The obtained experimental results of the RCHCS without and with EBR are presented and discussed with the aim of evaluating the influence of EBR on the blast response of the RCHCS. A numerical analysis is also carried out using the finite element software LS-DYNA to complement the experimental results.
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Mohan Raisinghani, Bhushan. "Natural Hazards - Impacts, Adjustments and Resilience." In Natural Hazards - Impacts, Adjustments and Resilience [Working Title]. IntechOpen, 2020. http://dx.doi.org/10.5772/intechopen.94303.

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Reinforced concrete is a global material, the utilization of which has no limits. India is a country that uses mostly RC framed structures as the routine building construction type. The building is made of inter-connecting elements in horizontal and vertical directions. To showcase the effectiveness of high grade of concrete and confining reinforcement much research has been carried out till date from 1980s. However, in design of structures we do not consider the effect of confining reinforcement in resisting stress in any member element. Various tools have been developed to find the capacity of member at element level to resist forces. For performance-based design of buildings, it is necessary to evaluate the performance at individual local level and at global levels. In this study, the effect of available tools (for section analysis) and design codes for member limit calculation is demonstrated and structure is evaluated for the threshold limits given in ASCE-41. It is observed that the code designed members are sufficient to resist lateral earthquake forces effectively for the estimated hazards if proper design tools are employed.
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Conference papers on the topic "Concrete cone capacity"

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"Self-Compacting Concrete Properties of Recycled Coarse Aggregate." In Recent Advancements in Geotechnical Engineering. Materials Research Forum LLC, 2021. http://dx.doi.org/10.21741/9781644901618-15.

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Abstract. Self-compacting concrete, which is characterized by its capacity to flow, can also consolidate under its weight. Hardened concrete from concrete building demolition can be used to partially replace natural coarse aggregate in self-compacting concrete. The current study compares the properties of self-compacting concrete with 0 percent, 25%, 50%, 75%, and 100% substitution of recycled coarse aggregate in the fresh and hardened states. The evolution of passing ability properties using the L-box test, filling ability properties using the slump cone test, and segregation properties using the V-funnel test are also included. Compression, tension, and flexural strength are all checked for hardened properties. Rapid chloride permeability and sorptivity tests are used to assess durability. The experimental program revealed that at RCA utilization levels of 25% to 50%, little to no negative impact on power, workability, or durability properties was observed.
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Vigneri, Valentino, Christoph Odenbreit, and Matthias Braun. "Numerical evaluation of the plastic hinges developed in headed stud shear connectors in composite beams with profiled steel sheeting." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7166.

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For composite beams using novel steel sheeting, the current Eurocode 4 rules sometimes overestimate the load bearing capacity of the shear connector. This is due to the larger rib heights and the smaller rib widths in comparison with the old studies, which have been carried out to calibrate the current design equations. The RFCS Project “DISCCO” investigated this phenomena and the working group under mandate M515, CEN/TC250/SC4/SC4.T3 is enhancing this equation and working on a proposal to be taken over in the new version of Eurocode 4.The proposed new equation covers the failure behaviour of the shear connection more in detail. The test results show, that the failure consists in a combined concrete cone and stud in bending. Due to the geometry of novel steel sheeting, the load bearing capacity of the headed stud shear connector is no more limited by its shear capacity, but by its bending capacity.A 3D non-linear finite element model is developed and validated through the support of the DISCCO push-out tests. A good agreement between numerical and experimental results in terms of force-slip behaviour is achieved. Special attention of this work lies on the numerical evaluation of the number of plastic hinges ny: a stress-based procedure is presented and the results are compared to the equations presented for new Eurocode 4.The numerical simulations show that the upper plastic hinge moves up as the slip increases due to the progressive crushing of the concrete in the rib. From the parametric study, it turns out that ny is linearly proportional to the embedment depth. Compared to pre-punched hole decking, through-deck welding specimen activates less plastic hinges in the studs because of the higher stiffness provided at the base of the stud.
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Fırat Yolacan, Taygun, and Markus Schäfer. "An experimental and numerical approach to investigate the load- deformation behaviour of anchorages with headed fasteners in reinforced-concrete columns." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.0586.

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<p>This paper presents the results of experimental and numerical investigations performed to determine load-bearing resistance and load-deformation behaviour of an structural joint comprised of an anchor plate with headed fasteners (studs) embedded in a reinforced-concrete (RC) column which was detailed with supplementary steel reinforcements next to the anchor plate. The load- deformation behaviour of joint, crack patterns on the RC-column, load distribution on the supplementary reinforcements and the failure modes of the anchorage are presented in detail. In addition, the overall test geometry is modelled in a finite element analysis software, Abaqus, to better understand the main failure mechanism of the anchorage and the loads carried by the supplementary reinforcements. The finite element analysis outputs are validated with the data collected during the test. Detailed investigations of the test results and the analysis outputs showed that the concrete breakout body was formed progressively due to the concrete-cone and concrete pry-out failures but the overall joint failure was triggered by the pull-out failure mode. The ultimate test capacity is compared with the maximum vertical load to be applied to the joint derived from EN1992 – 4:2018 based on the mean resistances of the joint components, and derived from the recent studies in the literature. It is shown that EN1992-4:2018 underestimates the test capacity while the recent approaches are promising for the development of more reliable design equations.</p>
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"Drift Capacity of Walls Accounting for Shear: The 2004 Canadian Code Provisions." In SP-236: Deformation Capacity and Shear Strength of Reinforced Concrete Members Under Cyclic Loading. American Concrete Institute, 2006. http://dx.doi.org/10.14359/18217.

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Wåsjø, Kasper, Terje P. Stavang, and Tore H. Søreide. "Concrete Modeling for Extreme Wave Slam Events." In ASME 2017 36th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/omae2017-61331.

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Experience from model tests has initiated a growing attention towards extreme wave slam as a critical load situation for offshore large volume structures. Most of the problem is related to the local slam pressure, which may go up to several MPa’s for 100-year and 10 000-year waves. The paper deals with modeling techniques for marine concrete structures under extreme slam loading from waves where dynamic effects together with material softening play a major role for the response. Different analysis approaches for ultimate limit state (ULS) and accidental limit state (ALS) controls are discussed in view of reliability philosophy as basis for conventional design approach. The present paper is devoted to the local impact scenario and the alternative approaches for response and capacity control involving non-linear time domain analyses. Conventional design schemes as based on linear elastic models for response calculation together with code specified capacity control often come out more conservative than non-linear approach. The paper demonstrates by case studies how softening of the structure in general reduces the response in terms of section forces. A key issue when going from conventional linear approaches into non-linear techniques is to still keep an acceptable reliability level on the capacity control. Load and material factors are normally based on structures with limited non-linearity where linear response modeling is representative. Implementing non-linear material model in time domain analysis has a major challenge in limiting the sensitivity in response and capacity calculation. The paper demonstrates the way material model of concrete affects the section forces to go into local capacity control, and concludes on needed sensitivity analyses. Practical approaches on the concrete slam problem together with resulting utilizations from the control are demonstrated. The full non-linear technique by response and capacity control in one analysis is also handled, using average material parameters and justifying safety factors for the effect of implementing characteristic lower strength of concrete in the capacity. The paper ends up in a recommendation on non-linear time domain analysis procedure for typically slam problems. A discussion is also given on applicable design codes with attention to non-linear analysis.
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Amir, Sana, Cor van der Veen, Joost C. Walraven, and Ane de Boer. "Bearing capacity of transversely prestressed concrete deck slabs." In IABSE Conference, Copenhagen 2018: Engineering the Past, to Meet the Needs of the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/copenhagen.2018.298.

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All over the world, the safety of old structures is a question that has become increasingly important with the passage of time. In the Netherlands, there are a large number of thin, transversely prestressed concrete bridge decks, cast in-situ between the flanges of long prestressed concrete girders. These bridges date back to the 60’s and 70’s of the last century and are found to be critical in shear when analyzed using the recently implemented EN 1992-1-1:2005 (CEN 2005). With the on-going economic recession, it is an astute approach to check if such bridges can still be used for a few more decades, provided they are safe and reliable against the modern traffic loads. The results could then be applied on a wider range of structures, especially in developing countries facing economic constraints. Therefore, a prototype bridge was selected and experimental, numerical and theoretical approach was used to investigate its bearing capacity, loaded by a single and double wheelprint loadcase. Nineteen tests on a 1:2 scale model of the bridge were carried out in the laboratory. Later the bridge was modelled as a 3D solid, 1:2 scale using the finite element software TNO DIANA 9.4.4 and several nonlinear analyses were carried out. Furthermore, a theoretical analysis, using the bearing capacity obtained from the fib Model code 2010 punching shear provisions (based on the Critical Shear Crack Theory for prestressed slabs), and the experimental and numerical ultimate capacities, showed comparable results. A coefficient of variation of 11% and 9% was obtained when the experimental and the finite element analysis punching loads were compared with the theoretical results involving compressive membrane action, respectively. This led to the conclusion that the existing transversely prestressed concrete bridge decks still have sufficient residual bearing (punching shear) capacity and considerable saving in cost can be made if compressive membrane action is considered in the analysis.
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Carrion, Juan E., William F. Baker, and Charles Besjak. "Precast Core Wall System for High-Rise Buildings." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0110.

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<p>The design of high-rise buildings is usually governed by lateral forces (e.g., wind or seismic). One of the most efficient structural systems to resist lateral loads is the core wall system. Traditionally high-rise concrete cores have been constructed using cast-in-place concrete, however precast systems offer an attractive alternative to cast-in-place construction. A precast concrete core wall system has been developed for high-rise buildings and will be presented in this paper. The main components of the system are the core walls, which are composed of multiple precast panels. The panel layout is determined based on the geometry of the tower and the capacity of the transportation and lifting equipment, while the wall thickness, concrete strength, and reinforcement are determined to satisfy strength and serviceability requirements. Several methods for connecting the panels have been developed, including combinations of embedded steel shapes, bolts, welds, and continuous reinforcing bars or post-tensioning. An application of the system to a 296 m (972 feet) tower in New York City is presented in this paper. This application demonstrates that the precast core wall system is an attractive and viable alternative to cast-in-place construction, capable of resisting the large forces associated with high-rise buildings, and with several advantages, including speed of erection, cost, as well as the high quality of precast concrete.</p>
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Xue, Yicong, Yong Yang, Yunlong Yu, and Ruyue Liu. "Experimental study on mechanical performance of partially precast steel reinforced concrete beams." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.6942.

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In order to exploit the potentials in mechanical and constructional performance of steel reinforced concrete structures and prefabricated structures, three innovative kinds of partially precast steel reinforced concrete beams, which are abbreviated here as PPSRC, HPSRC and PPCSRC beam, are presented in this paper. The PPSRC beam is composed of two parts, which are the precast outer shell with high-performance concrete and the cast-in-place inner part with common-strength concrete. Meanwhile, on the basis of PPSRC beam, the PPCSRC beam applies castellated steel shape and the HPSRC beam keeps the beam core hollow. With the aim to investigate the mechanical behavior, failure mode and bearing capacity of the PPSRC, PPCSRC and HPSRC beams, a static loading experiment with twenty four specimens was carried out. The effects of aspect ratio, construction method, section shape, concrete flange and strength of concrete were critically examined. Test results indicate that the HPSRC, PPCSRC and PPSRC beams both exhibit similar mechanical performance and bonding performance. The flexural capacity and shear capacity are seldom affected by the construction method and section shape, and increase with the increasing of the cast-in-place concrete strength. The shear strength of the specimens is significantly affected by the concrete flange and aspect ratio.
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He, Ziqi, Dan Gan, Tao Zhang, and Xuhong Zhou. "Experimental investigation on the bamboo-concrete filled circular steel tubular stub columns." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7138.

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Concrete-filled steel tubes have been widely used all over the world due to their superior structural behaviour. To promote the use of ecofriendly materials and to reduce the use of concrete, this paper presents an innovative type of composite column, which can be referred as bamboo-concrete filled steel tubes. In this kind of column, concrete filled in the space between the external steel tube and the inner raw moso bamboo. Bamboo-concrete filled steel tubes inherit the merits of concrete-filled steel tubes such as high load-bearing capacity and ductility performance. Besides, global buckling behaviour of a bamboo column due to its relatively large slenderness can be significantly improved, and the bamboo column with nodes could provide confinement to the infilled concrete. This paper investigated the composite effect of bamboo-concrete filled steel tubular stub columns subjected to axial compression. In addition, concrete-filled double-skin steel tubular stub columns and hollow concrete-filled steel tubular stub columns were also tested for comparison. The main experimental parameter considered was the diameter-to-thickness ratio (D/t) of steel tube. Test results indicated that the composite columns with moso bamboo pipe as inner core elements showed better ductility than the hollow concrete-filled steel tubular stub columns. The bearing capacity and ductility visibly increased with decreasing of the D/t ratio.
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Zhou, Aixin, Pengjun Luo, Takashi Takeuchi, and Yuping Sun. "Effects of Core Concrete on the Buckling Behavior of Ultra-High Strength Reinforcement Bars." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.2083.

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<p>The buckling of reinforcement bars, which may result in abrupt load-capacity degradation of reinforced concrete (RC) components, is definitely a critical issue in structures exposed to severe earthquakes. In the present study, six square RC columns were fabricated and tested under monotonic compression to investigate the influence of the core concrete on the buckling-resistant behavior of ultra-high strength reinforcement bars. All columns had a 150-mm square section and were 300 mm in height. The spacing of lateral hoops was selected as 50 mm (40), 75 mm (60), and 100 mm (80), respectively. The experimental results indicated that the core concrete strongly affected the buckling of ultra-high strength reinforcement bars and should be carefully considered in the seismic design of RC components reinforced by the ultra-high strength bars.</p>
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Reports on the topic "Concrete cone capacity"

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McDermott, Matthew R. Shear Capacity of Hollow-Core Slabs with Concrete Filled Cores. Precast/Prestressed Concrete Institute, 2018. http://dx.doi.org/10.15554/pci.rr.comp-002.

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EXPERIMENTAL BEHAVIOR AND DESIGN OF RECTANGULAR CONCRETE-FILLED TUBULAR BUCKLING-RESTRAINED BRACES. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.5.

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This paper proposes a new design method for concrete-filled tubular buckling-restrained braces (CFT-BRBs) by incorporating the confinement effect on pre-buckling rigidity. A series of experiments are performed to investigate the effects of concrete strength and sectional dimension on the initial stiffness, ultimate strength, and energy dissipation behaviors. Experimental results indicate that the confined concrete plays an important role in the energy dissipating capacity of CFT-BRBs. On the other hand, the sectional dimensions of the steel tube and core are influential factors governing the ultimate failure modes of CFT-BRBs. The findings in study provide technical supports to optimize the design methods for ductile seismic performance of CFT-BRBs in low-rise and high-rise steel buildings.
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NUMERICAL STUDY ON SHEAR BEHAVIOUR OF ENHANCED C-CHANNELS IN STEEL-UHPC-STEEL SANDWICH STRUCTURES. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.4.

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This paper firstly developed a three-dimensional (3D) finite element model (FEM) for enhanced C-channels (ECs) in steel-UHPC-steel sandwich structures (SUSSSs). The FEM was validated by 12 push-out tests on ECs with UHPC. With the validated FEM, this paper performed in-depth parametric studies on shear behaviours of ECs with ultra-high performance concrete (UHPC). These investigated parameters included bolt-hole gap (a), grade (M) and diameter (d) of bolt, core strength (fc), length of C-channel (Lc), and prestressing force ratio on bolt (ρ) in ECs. Under shear forces, the ECs in UHPC exhibited successive fractures of bolts and C-channels. Increasing the bolt-hole gap within 0-2 mm has no harm on the ultimate shear resistance, but greatly improves the slip capacity of ECs. Increasing grade and diameter of bolts improves the shear resistance and ductility of ECs through increasing the PB/PC (shear strength of bolt to that of C-channel) ratio. Increasing the core strength increased the shear resistance, but reduced the ductility of ECs due to the reduced PB/PC ratio. The ECs with Lc value of 50 mm offer the best ductility. Prestressing force acting on the bolts reduced the shear strength and ductility of ECs with UHPC. Analytical models were proposed to estimate the ultimate shear resistance and shear-slip behaviours of ECs with UHPC. The extensive validations of these models against 12 tests and 31 FEM analysis cases proved their reasonable evaluations on shear behaviours of ECs with UHPC.
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